SITE CRITERIA AND LOADS ON STRUCTURE

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1 SITE CRITERIA AND LOADS ON STRUCTURE CODE ASCE 7-98 / IBC 2000 Note, references to ASCE 7-98 are bold, references to IBC 2000 are in italics. SITE CRITERIA: Roof Live Load 10 psf IBC Roof Dead Load 5 psf (assumed) Ground Snow 30 psf Site specific information, Figure 7-1 Basic Wind Speed 90 mph, Exposure C Site specific information, Figure 6-1 Seismic Site Class D Default value per (exception) Occupancy Category I Table 1-1 This is for a production type greenhouse that is not highly occupied. Commercial greenhouses, used for retail purposes, would be in category II. A commercial greenhouse would use a higher I-value for wind and snow design. It does not affect seismic design. Seismic Use Group I Table and section Seismic Use Group is based on the occupancy category of the structure. Occupancy categories I and II are both Seismic Use Group I. Mapped Earthquake Ground S s = 0.5g Site specific information from maps, Motion S 1 = 0.18g figures (a) and (b) Example building: Gutter connected production greenhouse 40 ft span, symmetrical NGMA Structural Design Manual Design Example 2-1

2 CONSTRUCTION DOCUMENTS ITEMS TO BE SHOWN ON PLANS Per IBC Section 1603 Example Building: Floor Live Load N/A Roof Live Load psf Roof Snow Load Flat-roof snow load, Pf p f = 18.5 psf 2. Snow exposure factor, Ce C e = Snow load importance factor, I I = Thermal factor, Ct C t = 1.1 Wind Load Basic wind speed V = 90 mph 2. Wind importance factor, I I = 0.87 and building category I 3. Wind exposure C 4. Applicable internal pressure coefficient Enclosed building Components and cladding Provide design wind pressure to be used in design of exterior component and cladding materials not specifically designed by the registered design professional. Earthquake Design Data Seismic use group I 2. Spectral response coefficients, SDS and SD1 S DS = 0.47 S D1 = Site class D 4. Basic seismic-force-resisting system Ordinary concentric braced frame 5. Design base shear V = 0.11 *W 6. Analysis procedure Simplified analysis 7. Seismic importance factor, I I E = 1.0 Flood Load For buildings located in flood hazard areas (per ) Example structure not located in flood zone Special Loads Per NGMA Manual System and components requiring special inspection for seismic resistance Typically not required NGMA Structural Design Manual Design Example 2-2

3 SNOW DESIGN Flat-roof snow load, p f : p f = 0.7C e C t Ip g (Eq. 7-1) Where: p g = 30 psf (Figure 7-2) C e = 1.0 (Table 7-2, partially exposed roof) C t = 1.1 (Table 7-3, structure kept just above freezing) I = 0.8 (Table 7-4, Category I) p f = 18.5 psf Sloped-roof snow load, p s : p s =C s p f (Eq. 7-2) Where: p f = C s = 18.5 psf 1.00 (Per roof slope factor for multiple folded plate, sawtooth, and barrel vault roofs C s = 1.0, otherwise C s = 0.9 per Figure 7-2a for a 4:12 roof slope, warm roof) p s = 18.5 psf There is additional snow load design required at the valley between the two portions of the structure per and Figure 7.6. There will be approximately twice the snow load in the valley and half the snow load at the peak as shown below. BALANCED LOAD UNBALANCED LOAD NGMA Structural Design Manual Design Example 2-3

4 WIND DESIGN Assume 4:12 (18.4 o ) roof slope Velocity pressure, q z : q z = K z K zt K d V 2 I (psf) (Eq. 6-13) Where: K z = 0.85 (Table 6-5, Exposure C, 0-15' ht) K zt = 1 (Assume no wind speed-up effects) K d = 0.85 (Table 6-6) V = 90 mph (Figure 6-1) I = 0.87 (Table 6-1, Category I) q z = psf Design wind pressures, p (Eq. 6-15) p = q(gc pf ) - qi(gc pi ) (psf) Where: q = q i = (GC pf ) = 13.0 psf (= q z = q h for this example) 0.53 (Figure 6-4, Case A, building surface 1 = wall, windward) (Figure 6-4, Case A, building surface 2 = roof, windward) (Figure 6-4, Case A, building surface 3 = roof, leeward) (Figure 6-4, Case A, building surface 4 = wall, leeward) CASE A (transverse) (Figure 6-4, Case B, building surface 1 = wall) (Figure 6-4, Case B, building surface 2 = roof) (Figure 6-4, Case B, building surface 3 = roof) (Figure 6-4, Case B, building surface 4 = wall) 0.40 (Figure 6-4, Case B, building surface 5 = wall, windward) (Figure 6-4, Case B, building surface 6 = wall, leeward) CASE B (longitudinal) (GC pi ) = 0.55 (Table 6-7, partially enclosed buildings) (Table 6-7, enclosed buildings) NGMA Structural Design Manual Design Example 2-4

5 Case A Design Wind Pressure, p (psf) Partially Enclosed Enclosed max min max min Windward: Wall (surface 1) Roof (surface 2) Leeward: Roof (surface 3) Wall (surface 4) Case B Design Wind Pressure, p (psf) Partially Enclosed Enclosed max min max min Wall (surface 1) Roof (surface 2) Roof (surface 3) Wall (surface 4) Windward: Wall (surface 5) Leeward: Wall (surface 6) Determine which wind loads to use (which govern) in load combinations: FOR AN ENCLOSED STRUCTURE: Transverse direction (Case A): Vertical load due to wind, on roof (outward pressure) psf, max Horizontal load 9.25 psf, max - windward psf, max - leeward Longitudinal direction (Case B): Vertical load due to wind, on roof (outward pressure) psf, max (same as vertical load due to wind in transverse direction) Horizontal load 7.56 psf, max - windward psf, max - leeward side walls: psf, max NGMA Structural Design Manual Design Example 2-5

6 FOR A PARTIALLY ENCLOSED STRUCTURE: Transverse direction (Case A): Vertical load due to wind, on roof (outward pressure) psf, max Horizontal load 14.8 psf, max - windward psf, max - leeward Longitudinal direction (Case B): Vertical load due to wind, on roof (outward pressure) psf, max (same as vertical load due to wind in transverse direction) Horizontal load psf, max - windward psf, max - leeward side walls: psf, max NGMA Structural Design Manual Design Example 2-6

7 SEISMIC DESIGN Design per ASCE 7 Ch. 9 Site location: Southern Indiana Use site location to obtain information from maps (see below) (S s = 0.5g See map, Fig (a) ) (S 1 = 0.18g See map, Fig (b) ) Site Class: D Default value per to use without site specific geotechnical investigation Seismic Use Group: I Agricultural facilities/temporary or storage facilities that are not essential facilities or that do not represent a substantial hazard to human life Occupancy Category II would be SUG I and would have the same seismic requirements) Table 1-1, Table and Section Go to maps in ASCE-7/IBC: S s = 0.5 g Fig (a) S 1 = 0.18 g Fig (b) Mapped maximum considered earthquake spectral response acceleration at short periods, S s, and at 1-second period, S 1 Calculate the mapped maximum considered earthquake spectral response accelerations: S MS = F a S s Eq Where: F a = 1.4 Table a For Site Class D & S s = 0.5 S 1 = 0.5 Fig (a) S MS = 0.7 S M1 = F v S 1 Eq Where: F v = 2.1 Table b For Site Class D & S 1 = 0.18 (interpolate) S 1 = 0.18 Fig (b) S M1 = From this, calculate the design spectral response accelerations: S DS = 2/3*S MS Eq S DS = S D1 = 2/3*S M1 Eq S D1 = Determine building period: Building period N/A (simplified design used per ) NGMA Structural Design Manual Design Example 2-7

8 Based on SUG = I and calculated S DS and S D1, determine Seismic Design Category from tables: Seismic Design Category = C based on short period response acceleration Table a For Seismic Use Group I & S DS = 0.47 Seismic Design Category = D based on 1 second period response acceleration Table b For Seismic Use Group I & S D1 = 0.25 Therefore, use Seismic Category = D (per , use most severe of the two) For complete information, see ASCE-7 or IBC NGMA Structural Design Manual Design Example 2-8

9 Analysis Procedures: Simplified analysis, in accordance with , may be used for any structure in Seismic Use Group I V = ((1.2 S DS )/R) * W Eq Where S DS = R = 5 Table Ordinary steel concentrically braced frames (Note, this would also be applicable to aluminum and light gage steel frames) A different R-value may apply in the longitudinal than in the transverse direction depending on the lateral force resisting system. The Base Shear, V, would be different in the different directions. V = *W The load is applied at the eave line of the building. Notes: 1. See also IBC Sections 2205 and 2211 for minimum provisions for light gage steel structures. Section 2205 references AISI Specification. The provisions of are for buildings assigned to seismic design category D, E, or F and include minimum design provisions for connections for diagonal bracing members, top chord splices, boundary elements and collectors. There is special design for diagonal bracing under certain conditions per Section IBC and of ASCE 7, where the flat roof snow load exceeds 30 psf, twenty percent of the flat roof snow load must be included as part of the seismic weight (W). NGMA Structural Design Manual Design Example 2-9

10 Additional design requirements: Reliability factor, r The overall design shall include a review of the redundancy of the structure. This factor is rho, r, and which is multiplied times the effective seismic mass (Q E ). The factor, r, varies from 1.0 to 1.5. The factor may vary for each building configuration as well as Seismic Design Category. Below is a chart showing the maximum value. This may be used as the default value in many cases since wind may govern. Overstrength factor, W Specific components shall be designed for an overstrength factor, Omega, W. This applies to collectors, their splices and their connections to the lateral force resisting elements. This will typically be the gutters and other edge/boundary members in greenhouses. Its use is dependent on the Seismic Design Category. Seismic Design Category Rho, r A 1.0 B 1.0 C 1.0 D 1.5 E 1.5 F 1.5 Default Factor Omega, W (for Braced Frames) Drift (Section ) Compute the structure drift at the roof of a one story building. This must be compared to the value in Table for the Allowable Story Drift. The structure drift is based on the type of lateral force resisting system and uses the C d factor obtained from Table NGMA Structural Design Manual Design Example 2-10

11 Requirements by Seismic Design Category: Regardless if wind governs the design or not, the lateral-force-resisting systems shall meet seismic detailing requirements and limitations prescribed in the code (IBC ) The following are the minimum requirements for the seismic design and interconnection of building elements per Chapter 9: Design basis, per , to provide a continuous load path, or paths, to transfer all forces from the point of application to the final point of resistance. For Seismic Design Category A and Minimum seismic design provisions include consideration of the following: Component load effects - all structure components shall have the strength to resist minimum seismic loads ( ) Load path connections - all parts of the structure shall be interconnected to form a continuous path to the seismic load-resisting system, and the connections shall be designed for seismic force F p ( ) F x = 0.01 W Eq Minimum lateral force (for design of collector element - gutter), where the weight, W, includes 20% of flat snow load where flat roof snow load exceeds 30 psf. ( ) F p = 0.05 w or S DS * w Minimum lateral load for design of connections (w is the weight of the smaller part being connected to the larger part). Note that connection of beam, girders, or truss to support is to be designed to resist 5% of the dead and live load vertical reaction applied horizontally. Note: All structures are required to be designed for minimum requirements of Seismic Design Category A, and with further requirements based on the Seismic Design Category. NGMA Structural Design Manual Design Example 2-11

12 LOAD COMBINATIONS Roof Dead Load, D = Roof Live Load, L r = Snow Load, S = Wind Load, W = Earthquake Load, E = 5.0 psf 10.0 psf (Lr < than S therefore S governs) 18.5 psf psf design wind pressure 0.11 W lb, base shear Basic Combinations - Strength Design (Section 2.3.2) D Where: D = dead load D (L r or S or R) E = earthquake load D (L r or S or R) W L r = roof live load D W (L r or S or R) R = rain load D E S S = snow load D W W = wind load D E Note: Per there are additional load combinations to be considered if the structure is located in a flood zone. Note: Roof live load, L, has not been included since for one-story greenhouse with a concrete slab floor there is none to be considered. Allowable Stress Design - Load Combinations (Section 2.4.1) 1. D 2. D + (Lr or S or R) 3. D + (W or 0.7 E) + (Lr or S or R) D + W D E NGMA Structural Design Manual Design Example 2-12

13 STRUCTURE DESIGN Roof Design: Using Allowable Stress Design or Basic Load Combinations (Strength Design) Truss Analysis Connectors Lateral Design (Wind and Seismic): Using Allowable Stress Design or Basic Load Combinations (Strength Design)

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